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Specifications (8) ,uq 't K- \Cc&c\d LA-. PWU ENGINEERING INC. Ph: (503) 810-8309 Email: pwuengineering@comcast.net CE1VED Partial Lateral Structural Analysis Calculations Only: NoV 21 z01 Job #: SUN17120 Date: 9/12/17 CITY OF T1G Client: Suntel Design Inc. BuroINGDWISiON Project: Spruce Lot 10 Annand Hills, Tigard, OR PRope < 19421PE 44,1I VP EGON A111 P Expires: 06/30/2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability(expressed, or implied), with respect to the means and methods of construction workmanship or materials. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. SII TPWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Spruce Partial Lateral Engineering for front wall Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =28' approximately. 1110 t NFRS Direction lid End Zones 2a „r,.--- elk Ilit. 11 RS ,c..,.10 Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*28' =2.8' or for h =28' a = .4(h) = .4(28') =11.2' a=2.8' controls a must be larger than .04(28') = 1.1' and 3' Therefore: 2a= 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDS= .76, R= 6.5, W=weight of structure V= [SDs/(R x 1.4)] W V = .0835 W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7 E5 PWU ENGINEERING INC. Project Spruce Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) get 95mph B 39.8 1.00 28.0 28.0 4I'/ 10:12 S a= 2.8 ft °Q„Rsn irip :rod Zona • A 16.1 psf ora= 11.2 ft `,- iz B 11.1 psf Check 10psf min and a> 1.1 ft 4 N.-°0 j 1R5 Direction C 12.9 psf load across all and a> 3.0 ft 2a D 8.9 psf zones. End Zones 2a 6.0 ft Note.Eno zone may occur at any corner of the aiming WR L(ft) 6.0 37.0 6.0 hA(ft) 4.0 4.0 hB(ft) 8.0 10.0 [lc (ft) 9.0 , hp(ft) 2.0 W(plf) 0.0' 152.8 133.4' 0.0 174.9 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 140.8 plf 10psf min load: 114.9 plf 100.0 Governing value: 140.8 plf W2 L(ft) 6.0 34.0 3.0 3.0 3.0 hA(ft) 10.0 5.5 10.0 5.5 hB(ft) he(ft) 10.0 4.5 , hp(ft) W(131f) 0.0 161.0 128.5 146.4 161.0 88.6 0.0' 0.0 0.0 0.0 200.0 W2 AVG 133.1 plf 10psf min load: 97.2 plf 100.0 - Governing value: 133.1 plf, 0.o WI L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 11 r 6 1 1 ii: I i 1111 1 i:fl 11 ; I! !i!; I I g i 1 I 1I. f " LL - O I ���{II' 11!' Ill,; C 11/ gg 1 111111 dull Jlil / ! ''ll�n : 'I 1 : Ii .' i I Ilii II ii�, l ,il ri V . ■� , ' 'i lintini �i ii' i � I �. 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Project Spruce Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs = (SDs)/(1.4R/le) Category R SOS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3) * 49.0 ft 26.0 ft 31.85 k 8.00 ft W2= (15+5+3+4)* 46.0 ft 26.0 ft 32.29 k 9.00 ft W1 = (15+5+3+4)* 0.00 k Total W: 64.14 k Total V: 5.36 k Vertical Distribution of Seismic Forces Fx= Cv*V Cvx= (Wxhxk)/(FWihik) Wx hxk Wx*hxk Wx*hxk �Wihik c+vx WR*hRk= 31.85 k 17.00 541.5 CvR= 541.5 832.1 0.651 W2*h2k= 32.29 k 9.00 290.6 Cv2= 290.6 832.1 0.349 = 0.00 k 0.00 0.0 Co = 0.0 832.1 0.000 EWihik= 832.1 Check Seismic Front to Back vs Wind Front to Back direction brace panels are prescriptively designed by other. Check Seismic Side to Side vs Wind Seismic Wind FR= 71.1 plf+ 0.0 plf= 71.1 plf < 140.8 plf Wind Governs F2= 40.7 plf+ 71.1 plf= 111.8 plf < 273.9 plf Wind Governs F1 _ #DIV/0! 111.8 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.09,12/01/14 Line Loads _- 7 PWU ENGINEERING INC. Project Spruce High Roof Diaphragm -Upper Floor Walls Line A Line B Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 1 Line 2 Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 3 P = 1.83 k LTOTAL = 9.3 ft v = 1.83 k / 9.3 ft = 198 plf Type B Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A Line B Brace panels designed prescriptively by other. Brace panels designed prescriptively by other. Line 1 Brace panels designed prescriptively by other. Line 3 P = 3.36 k LTOTAL = 7.5 ft v = 3.36 k / 7.5 ft = 448 plf Type B Wall h = 9.0 ft LwORST = 3.8 ft MOT = 448 plf * 9.0 ft * 3.8 ft = 15.13 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.8ft)2 / 2 * 0.6 = 0.58 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.58 kft = 0.58 kft T = (15.13kft - 0.58kft) / 3.8 ft = 3.88 k + 0.00 k = 3.88 k Use type 2 hd Garage area designed in rotation. Line 2 P = 9.87 k LTOTAL = 17.0 ft v = 9.87 k / 17.0 ft = 581 plf Type C Wall h = 9.0 ft LwoRST = 17.0 ft MOT = 581 plf * 9.0 ft * 17.0 ft = 88.86 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft + (Olb * 0.Oft) + (5001b * 17.Oft) = 8.50kft + 11.96kft = 20.46kft T = (88.86kft - 20.46kft) / 17.0 ft = 4.02 k + 0.00 k = 4.02 k Use type 2 hd Line A Side of Garage Torsion force equals[(1.83k*26')+(133p1f*23'*2372 ]/(18') =4.60k P = 4.60 k LTOTAL = 21.0 ft v = 4.60 k / 21.0 ft = 219 plf Type A Wall h = 9.0 ft LwORST = 21.0 ft MOT = 219 plf * 9.0 ft * 21.0 ft = 41.40 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (21.0ft)2 / 2 * 0.6 = 30.16 kft + (Olb * 0.Oft) + ( 500lb * 21.Oft) = 10.50 kft + 30.16 kft = 40.66 kft T = (41.40kft - 40.66kft) / 21.0 ft = 0.04 k + 0.00 k = 0.04 k No hd req'd Line B Side of Garage Torsion force equals[(1.83k*26')+(133p1f*23'*2372 ]/(18') =4.60k P = 4.60 k LTOTAL = 19.3 ft v = 4.60 k / 19.3 ft = 239 plf Type A Wall h = 9.0 ft LwORST = 19.3 ft MOT = 239 plf * 9.0 ft * 19.3 ft = 41.40 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (19.3ft)2 / 2 * 0.6 = 28.68 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 28.68 kft = 28.68 kft T = (41.40kft - 28.68kft) / 19.3 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Force Transfer Around Opening (FTAO) -- ENGINEERING INC. Diekmann Technique © Upper Floor Line 3 L� = 5.0ft La= 6.5ft L2= 4.3 ft V= 1.89 k vA= -21 plf VD= 320 plf vF= -21 plf hu= 1.0ft 4- F� = 1.12k F2= 0.96k vB= 204 plf vG= 204 plf ho= 5.0 ft F� = 1.12k F2= 0.96k h�= 2.0 ft vc= -21 plf vE= 320 plf vH= -21 plf T H = 0.96k H = 0.96k H=I ( 1.89k *8.0ft) / 15.8 ft= 0.96 k H:W Ratios 5.0 ft : 5.0 ft = 1.0 : 1 vh = 1.89 k/ 9.3 ft= 204 plf 5.0 ft: 4.3 ft = 1.2 : 1 v„= 0.96 k/ 3.0 ft= 320 plf Use: Type B Wall F= 320p1f* 6.50ft= 2.08k F� = (2.08k* 5.Oft)/ 9.3ft= 1.12k F2= (2.08 k* 4.3 ft)/ 9.3 ft= 0.96 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft) * (15.8 ft)A2 *0.6/2 ] + ( 13.0ft *5001b) = 15.88 kft T= 0.96 kft- ( 15.88kft / 15.8 ft) = 0.00 k +0.00k= 0.00 k) No hd req'd OBNEAR BRACE PANELS Al O 84-EAR LIE I BY OTHER . L , 1 I-P� 411 r L- E. a 14 ZX i i J • BNEAR BRACE P 8 AT W rm / &EARLME 2 B OTHER/ THER 7 q m I► i 7 P -rj T ENTIRE WALL ELEV �/ TO ISE SHEATHED.�-1' 4'-4'• USE 0822 COIL STRAP/ / / ACROSS ENTIRE LENGTH I6._b. OF BHEARUALL PER PET EXTENT OP FTA° II/83 FOR PTAO METHOD WALL SEGMENT / PARTIAL LATERAL DESIGN 18 FOR FRONT ELEVATION OF HOUSE ONLY. ALL OTHER BHEARUALL GRACE PANELS ARE BY OTHER UPPER FLOOR PARTIAL LATERAL PLAN k•.r-a A' 0 SWEAR BRACE PANELS AT 0 GI-EAR LINE I BY OTHER , . 'l CDI I- a CK •2 )- 0-01 ,V a .-- .... 1! a g • 1 , , ,,,C) *; ....0. • • . • 81.1EARWAU.6 AND . . . . 11.11w- NOLONS CUIREOD Ct•I GAFOTE SIDE WALLS 4OI FOE . . . GARAGE AREA ROTATICN • • • • t.:, i I I .1.• 1:0c)• •_, llik.' • • • ' ' ' ' ' ' \ ri ofikmirilt, LOTA18 STRAP FR501 Ai...mil &MA 0 113 LSTAIE STRAP FINCII INOOF IMAM BY DINER ROOF IBEAll 01-OTHER TO HOUSE TOP PL. <8> TO MOUSE TOP PL.1. CENTER STRAP A=OCENTER STRAP ABOUT END OF CEAM A END OF SEAM ADD DRAG STRUT DOL 2x JOIST IN LINE wil 8-IEARWALIJ3. ADD MIST31 STRAP FINC.11 DIN-JOIST TO PARTIAL LATERAL.DESIGN TOP PL,CENTER STRAP ABOUT IS FOR PINCNT ELEVATION END Cr JET. EDGE NAIL FLOOR OF HOUSE CR-T. ALL lAITG TO ENTIRE LENGTH OF Del OTHER SHEARWALL auce JOT Is/10c1•S O.G.MN, PANELS ARE SY OTHER MAIN FLOOR PARTIAL LATERAL PLAN 4,..,..0. I BOUNDARY STUDS PER HOLDOWN SCHEME ARE MINIMUM I HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 1%6" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 =5730, w-6670, 1 54 6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB5/8X24 S:26763705' w=6,6 0' 1%6" 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTBMIN28S(NOTETEMWALL 8 6.) SSTB34MINS(NOTETEMWALL 6.) Sw==63957615, Sw==73158710, 13„ 8 HDU11 -SDS2.5 (1 )6x 9535 6865 PAB8-36, 10" min PAB8-36, 10" min S=16435, S=16435, 13/„ embed into bottom embed into bottom w=17080 w=17080 8 9 HDU14-SDS2.5 (1)6x 1444510350 of 32" min width of 32" min width S=16435, S=16435, 1 IIfooting. If at retainingfooting. If at retaining w=17080 w=17080 16 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. .4. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. 'Increase footing depth or stemwall height as required for 287/8" minimum embedment depth. SHEARWALL SCHEDULE (a-n) SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft (WIND) A 16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 30" o/c 16d @ 4"o/c A35 @ 24" o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" z"Dia. A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 6" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 12" o/c 510 714 F 6"OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia.A.B. @ 8" o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6" o/c 790 1106 G 1g" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8" o/c 1010 1414 H 6"OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @1i" o/c (2)rows staggered HGA1OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x114" plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details. R